CN114737608A

CN114737608A - Superposed underground structure anti-seismic system based on self-resetting breaking columns and construction method

Info

Publication number: CN114737608A
Application number: CN202210495700.7A
Authority: CN
Inventors: 马超; 迟经纬; 廖维张; 王作虎; 梁靖宇
Original assignee: Beijing University of Civil Engineering and Architecture
Current assignee: Beijing University of Civil Engineering and Architecture
Priority date: 2022-05-08
Filing date: 2022-05-08
Publication date: 2022-07-12
Anticipated expiration: 2042-05-08
Also published as: CN114737608B

Abstract

The invention relates to a superposed underground structure anti-seismic system based on a self-resetting intercepting column and a construction method, and belongs to the technical field of underground structure damping control. The invention is a two-layer or more structure formed by surrounding an underground continuous wall at the periphery and a cast-in-place cup-shaped bottom plate at the bottom, wherein the underground continuous wall is sequentially provided with a crown beam and two waist beams from top to bottom; a standard layer structure is defined between the two wales; a bottom layer structure is defined between the lowest waist beam and the cast-in-place cup-mouth bottom plate; the bottom layer structure consists of a superposed side wall, a self-resetting intercepting column, a cup-mouth type node on a cast-in-place cup-mouth type bottom plate, a prefabricated middle plate node, a superposed connecting beam and a superposed middle plate; the standard layer structure consists of superposed side walls, self-resetting intercepting columns, prefabricated top plate nodes, superposed connecting beams and superposed top plates; the invention can improve the deformation energy consumption capability of the center pillar of the underground structure, improve the integral shock resistance of the underground structure and realize the quick repair and replacement of the damaged structural member of the structure after the earthquake.

Description

Superposed underground structure anti-seismic system based on self-resetting intercepting column and construction method

Technical Field

The invention relates to a superposed underground structure anti-seismic system based on a self-resetting intercepting column and a construction method, and belongs to the technical field of underground structure damping control.

Background

The development speed and the potential of urban underground structures represented by subway stations in China are huge, and the mileage of operating subways is 7253.73 kilometers in China as long as 2021. The urban underground structure is an important component of urban infrastructure, and the seismic capacity of the urban underground structure is related to the level of disaster resistance, disaster prevention and relief of the whole urban system. Most cities in China are located in earthquake-resistant defense areas above 7 degrees, and cities with built and immediately built subway station structures, such as 30 extra-large and big cities like Beijing, Hangzhou, Nanjing, Chengdu and the like, are all located on earthquake zones, so that the subway station structures are seriously damaged by earthquake historically, the construction cost and time cost of repairing the subway after the earthquake are high, and the reconstruction of the opened subway stations takes 100 hundred million yen for 1 year after the earthquake of the Japan sakaguo. The tough city construction requires that the city not only has higher ability of resisting disasters, but also requires that the city function is quickly recovered after disasters, and particularly requires that the underground structure has higher ability of resisting earthquakes, so that the damage and the damage of the underground structure in the earthquake are reduced, and the underground structure also has the ability of quickly constructing in the construction and quickly recovering the function after the earthquake. However, the existing urban underground structure system cannot be called as a perfect toughness shockproof system.

With the development of building industrialization, the fabricated underground structure has the advantages of good integrity, large rigidity, good cooperative work with a prefabricated structure, short construction period, small environmental pollution and the like, is widely popularized in the construction of an above-ground structure, and is also in a pilot-plant fabricated underground structure in a city where the underground structure is constructed at present. Furthermore, due to the introduction of modular production, the assembled components in underground structures, once damaged, can be prefabricated and quickly maintained at the factory to the required load bearing capacity, and then transported to the site for quick repair or replacement. The earthquake damage mechanism of the underground structure shows that the gravity and the vertical inertia force of the soil body covering the structure can obviously increase the axial pressure ratio of the center pillar, the lateral deformation capacity of the center pillar is seriously weakened, the center pillar is firstly damaged due to insufficient lateral deformation capacity under the action of earthquake load, and then the structure is wholly collapsed, so that the center pillar is an earthquake-resistant key supporting member of the underground structure. The key to improving the earthquake resistance of the underground structure is to reduce the damage of the center pillar in the earthquake. The damping element is introduced to the end of the center pillar, so that the seismic energy transmitted to the center pillar can be reduced, the damage failure degree of the center pillar is reduced, self-resetting force is provided by utilizing modes such as prestress and the like, the residual deformation of the center pillar after earthquake can be reduced or even eliminated, and the rapid recovery of the earthquake resistance of the underground structure after earthquake is realized. In view of this, the purpose of improving the seismic capacity and the construction efficiency of the underground structure can be realized by the fabricated underground structure seismic resistant system, and meanwhile, the fabricated components damaged and destroyed by the earthquake can be repaired or replaced, so that the function of the structure can be rapidly recovered, and the seismic toughness of the underground structure can be realized.

Disclosure of Invention

The invention provides a superposed underground structure anti-seismic system based on a self-resetting intercepting column and a construction method thereof in order to overcome the defects of the prior art and start from two aspects of rapid construction and anti-seismic toughness improvement. The construction efficiency of underground structure can be improved effectively to it, saves the template quantity in the construction, reduces the construction area. Meanwhile, the deformation energy consumption capacity of the center pillar of the underground structure can be improved, the overall shock resistance of the underground structure is improved, and quick repair and replacement of the damaged structural member of the earthquake can be realized.

In order to achieve the purpose, the technical scheme adopted by the invention is as follows:

a superposed underground structure earthquake-resistant system based on self-resetting intercepting columns is a two-layer structure formed by surrounding an underground continuous wall at the periphery and a cast-in-place cup-mouth-shaped bottom plate at the bottom, wherein the underground continuous wall is sequentially provided with a crown beam and two waist beams from top to bottom; a standard layer structure is defined between the two wales; a bottom layer structure is defined between the lowest waist beam and the cast-in-place cup-mouth bottom plate;

the bottom layer structure consists of superposed side walls, a self-resetting intercepting column, a cup-mouth type node on a cast-in-place cup-mouth type bottom plate, a prefabricated middle plate node, a superposed connecting beam and a superposed middle plate; the self-resetting intercepting column is arranged between the cup-mouth-shaped node and the prefabricated middle plate node, and a superposed middle plate and a superposed connecting beam are arranged between the prefabricated middle plate nodes; a reserved space is arranged in the middle of the prefabricated middle plate node and used for installing and replacing a prestressed tendon extending out of the self-resetting cut-off column;

the standard layer structure consists of superposed side walls, self-resetting intercepting columns, prefabricated top plate nodes, superposed connecting beams and superposed top plates; the self-resetting intercepting column is arranged between the prefabricated top plate nodes and the prefabricated middle plate nodes of the bottom layer structure, and the superposed top plates and the superposed connecting beams are arranged between the prefabricated top plate nodes;

and backfill soil is arranged between the upper part of the superposed top plate and the crown beam.

Furthermore, in the bottom layer structure, superposed side walls are arranged on underground continuous walls on two sides of the cast-in-place cup-mouth-shaped bottom plate, and cup-mouth-shaped nodes are arranged in the middle of the cast-in-place cup-mouth-shaped bottom plate; the middle part of the cast-in-place cup-mouth bottom plate is provided with a bottom beam, and the bottom beam is arranged between cup-mouth nodes parallel to the underground continuous wall; and a self-resetting cutoff column is arranged above the cup-mouth-shaped node, and the self-resetting cutoff column are connected together through prestressed tendons and energy-consuming damping.

Furthermore, the outer frame of the cast-in-place cup rim node is square, the inner part of the cast-in-place cup rim node is a circular cup rim, the circular cup rim is concave downwards to form a spherical groove, a 'return' type area is arranged between the circular cup rim and the outer frame, holes for energy dissipation damping are reserved at four foot points of the 'return' type area, and holes for the prestressed tendons to penetrate through are arranged in the circular cup rim; the self-resetting intercepting column is characterized in that a semicircular column head is concavely and convexly arranged at the bottom of the self-resetting intercepting column, the column head is arranged opposite to the spherical groove, a prestressed tendon penetrates through a prestressed tendon hole in the column head to be connected with a cast-in-place cup-mouth type bottom plate, energy-consuming damping is arranged between four foot points which are concavely arranged in a 'return' type area at the bottom of the first layer of the self-resetting intercepting column, and a safety pin is further arranged between the top of the column head and the circular cup mouth.

Furthermore, the lower part of the self-resetting intercepting column is connected with the bottom beam through a cast-in-place cup opening node, and the upper part of the self-resetting intercepting column is connected with the superposed connecting beam through a prefabricated middle plate node; a reserved space is arranged in the middle of the prefabricated middle plate node and used for installing and replacing the prestressed tendons, and a hole through which the prestressed tendons penetrate is reserved in the prefabricated middle plate node in a vertical direction; the side edge of the node of the prefabricated middle plate is provided with a node step, and the upper part and the lower part of the node step are provided with spherical grooves which are used for being connected with semicircular column heads at two ends of the self-resetting truncation column; the spherical groove at the upper part of the prefabricated middle plate node is connected with the bottom end of the self-resetting intercepting column at the upper part through the prestressed tendons and the energy-consuming damping, the connection mode of the spherical groove is the same as that of the self-resetting intercepting column and the cup-mouth-shaped node, and the spherical groove at the lower part of the prefabricated middle plate node is connected with the top end of the self-resetting intercepting column at the lower part through the prestressed tendons.

Furthermore, superposed connecting beams are arranged between prefabricated middle plate nodes and prefabricated top plate nodes in the direction parallel to the underground continuous wall; the superposed connecting beam adopts a superposed step-shaped structure, the lower part is a prefabricated part of the superposed beam, and the upper part is a cast-in-situ part of the superposed beam; the prefabricated part of the superposed beam is lapped on the node step and is connected through a grouting sleeve; the laminated middle plate and the laminated top plate respectively comprise a laminated slab prefabricated part at the bottom and a laminated slab cast-in-place part at the top; two sides of the bottom of the prefabricated part of the superposed beam of the middle-section superposed coupling beam extend out, and the prefabricated part of the superposed slab is also lapped above the prefabricated part of the superposed beam and is also connected by adopting a grouting sleeve in a cast-in-place manner; the superposed side wall comprises a superposed side wall cast-in-place part and a superposed side wall prefabricated part, and the superposed side wall cast-in-place part is arranged between the superposed side wall prefabricated part and the underground continuous wall; a flexible waterproof layer is arranged above the overlapped top plate.

Furthermore, the superposed middle plate and the superposed top plate are arranged above the superposed connecting beam and are arranged in three spans; the middle overlapped plates of the middle spans are arranged between two prefabricated middle plate nodes, and the left and right middle overlapped plates are arranged between the prefabricated middle plate nodes and the lowest waist beam. The overlapped top plates of the midspan are arranged between two prefabricated top plate nodes, and the overlapped top plates of the left and right midspans are arranged between the prefabricated top plate nodes and the first waist rail.

Furthermore, a flexible waterproof layer is arranged below the cast-in-place cup-mouth bottom plate, and the cup-mouth node is higher than the cast-in-place cup-mouth bottom plate and is as high as the bottom beam; two bottom beams are cast in the middle of the cast-in-place cup-mouth-shaped bottom plate in a direction parallel to the underground diaphragm wall, and the bottom beams are connected through cup-mouth-shaped nodes; four prestressed tendon holes are reserved in the center of the cup-shaped node, and two rows and two columns are uniformly distributed; the self-resetting breaking column is embedded into the spherical groove of the cup-mouth-shaped node and is connected with the cast-in-place cup-mouth-shaped bottom plate through four prestressed tendons, four energy dissipation dampers and two safety pins.

Furthermore, eight prestressed tendon holes, four upper-layer prestressed tendon holes and four lower-layer prestressed tendon holes are reserved in the prefabricated middle plate node, the four upper-layer prestressed tendon holes are used for connecting four prestressed tendons of the self-resetting intercepting column of the standard layer structure, and the four lower-layer prestressed tendon holes are used for connecting four prestressed tendons of the self-resetting intercepting column of the bottom layer structure; the prestressed tendons of the self-resetting intercepting column of the bottom structure penetrate through the four holes reserved in the cast-in-place cup-shaped bottom plate, the four prestressed tendon holes of the self-resetting intercepting column and the four lower prestressed tendon holes of the prefabricated middle plate node from bottom to top, and the end parts of the prestressed tendons are fixed in the reserved space through high-strength bolts.

Furthermore, the self-resetting cut-off column of the standard layer structure is arranged between the prefabricated middle plate node and the prefabricated top plate node, four prestressed tendon holes are reserved in the prefabricated top plate node, and the hole positions correspond to the positions of the prestressed tendon holes of the self-resetting cut-off column; four prestressed tendons of the self-resetting intercepting column of the standard layer structure penetrate through four upper-layer prestressed tendon holes of the prefabricated middle plate node, four pre-reserved holes of the self-resetting intercepting column prestressed tendon hole and four pre-reserved holes of the prefabricated top plate node from bottom to top and are connected together through high-strength bolts.

A construction method of a superposed underground structure earthquake-resistant system based on self-resetting intercepting columns comprises the following specific steps:

the method comprises the following steps: processing and manufacturing of the superposed component and the prefabricated component:

1.1: processing and manufacturing of the laminated middle plate and the laminated top plate:

according to design requirements, the laminated middle plate and the laminated top plate adopt the reinforcement and concrete grade required by the specification, are divided into a prefabricated part and a cast-in-place part, and are reserved with hoisting holes, so that hoisting and installation in underground structure construction are facilitated;

1.2: and (3) processing and manufacturing of the superposed side wall: the grade of the steel bars and the concrete of the superposed side wall is determined according to the design requirement, the superposed side wall is also divided into two parts, namely a prefabricated part and a cast-in-place part, the superposed side wall adopts a vertical hoisting mode, and the reservation of holes is required to meet the hoisting balance condition;

1.3: processing and manufacturing the self-resetting cutting column: the self-resetting intercepting column is cast by adopting common concrete, high-strength concrete or fiber reinforced concrete so as to meet the requirement of bearing high axial pressure, four holes are reserved in the self-resetting intercepting column, and the interior of the self-resetting intercepting column is used for laying non-cohesive prestressed tendons;

1.4: manufacturing a superposed coupling beam: the grade of the steel bars and the concrete of the superposed connecting beam is determined according to the design requirement, the steel bars are reserved at the joint of the superposed connecting beam, the beam body adopts a vertical hoisting mode, and the reservation of holes should meet the hoisting balance condition;

1.5: processing and manufacturing a prefabricated middle plate node and a prefabricated top plate node: the prefabricated middle plate node and the prefabricated top plate node are step-shaped, a reserved space is arranged in the prefabricated middle plate node, the reserved space does not influence the overall strength and stability of the node, and the design requirement is met; the positions of the reserved holes of the prefabricated middle plate node and the prefabricated top plate node correspond to the positions of the holes of the self-resetting cutoff column prestressed tendons, and the strength and the stability of the nodes meet the design requirements of the specification;

step two: using a trenching machine to construct an underground diaphragm wall at a designated place of a subway station, reserving anchoring holes corresponding to main reinforcements at the positions of a crown beam and a waist beam of the underground diaphragm wall, controlling the vertical accuracy of trenching, the accuracy of embedded parts and the deviation of deformation joints of the underground diaphragm wall, and ensuring trenching quality, wherein the underground diaphragm wall adopts a row pile type underground impervious wall;

step three: after the underground continuous wall is constructed, excavating a soil body in a segmented and layered excavation mode, wherein an excavation progress plan is developed according to a subway station construction progress plan; excavating a soil body to a crown beam elevation by adopting a manual and mechanical combined mode, hoisting a prefabricated crown beam at a preset position, and connecting the crown beam with the underground continuous wall through a reserved anchoring hole;

step four: excavating a soil body to the elevation of the first waist rail, adopting a prefabricated waist rail and a crane hoisting mode, and installing the first waist rail at the position of the reserved anchoring hole; according to the design and calculation result of the station support, selecting a concrete support or a steel pipe concrete support or a steel support as an inner support, strictly controlling the elevation of the inner support by adopting a laser instrument, punching a connecting part of a waist beam and the inner support, and connecting the waist beam and the first inner support in a cast-in-place and bolt manner;

step five: excavating a soil body to the elevation of a second waist rail, hoisting prefabricated waist rails in the third to fourth steps, and installing a second inner support between the waist rails;

step six: when the soil body is excavated to the elevation of the bottom plate of the underground structure, a flexible waterproof layer is arranged at the bottom of the structure, and meanwhile, moisture-proof, corrosion-proof and anti-seepage treatment is carried out;

step seven: pouring a cast-in-place cup-shaped bottom plate above the flexible waterproof layer at the bottom, pouring cup-shaped nodes and reserving cup mouths, wherein the area of the cup mouths of the bottom plate is larger than that of the column ends of the self-resetting cutoff columns, so that the column ends of the self-resetting cutoff columns can have larger rotating space in the earthquake process;

step eight: two rows of bottom beams are cast in the middle of the cast-in-place cup-mouth-shaped bottom plate in the direction parallel to the underground diaphragm wall, the bottom beams and cup-mouth-shaped nodes are cast together, and the cast-in-place cup-mouth-shaped nodes are formed by firstly binding reinforcing steel bars at the bottom beams and then casting; the bottom beams are connected through cup-mouth-shaped nodes to form a complete stress system to bear the base counter force from the cast-in-place cup-mouth-shaped bottom plate; when the strength of concrete at the cup-mouth type node reaches the standard requirement, hoisting a prefabricated self-resetting intercepting column into the cup-mouth type node, and arranging a prefabricated middle plate node above the self-resetting intercepting column; pulling prestressed tendons from four holes reserved in the cast-in-place cup-mouth type bottom plate, penetrating through the self-resetting breaking column and the lower prestressed tendon hole of the prefabricated middle plate node from bottom to top, and anchoring the prestressed tendons at the cast-in-place cup-mouth type bottom plate and the prefabricated middle plate node above by using high-strength bolts; installing energy dissipation damping on the cup-shaped node, and additionally installing a safety pin between the self-resetting breaking column and the cast-in-place cup-shaped bottom plate;

step nine: arranging superposed side walls above two sides of a cast-in-place cup-mouth bottom plate, embedding sleeves at nodes where the superposed side walls and the cast-in-place cup-mouth bottom plate are intersected, and building a node support, wherein the superposed side walls are arranged between a superposed side wall prefabricated part of the superposed side walls and an underground continuous wall; overlapping and overlapping the superposed connecting beam in the direction parallel to the bottom beam from the prefabricated middle plate node above the self-resetting cut-off column, placing the superposed overlapped connecting beam on a node step of the prefabricated middle plate node by a hoisting means, and connecting the prefabricated middle plate node and the superposed connecting beam at the connecting part by using a grouting sleeve; hoisting a superposed middle plate on the step of the superposed beam prefabrication part of the superposed connecting beam, and connecting the superposed slab prefabrication part of the superposed middle plate with the superposed beam prefabrication part of the superposed connecting beam by using a grouting sleeve; the overlapped middle plates are arranged in three spans, the overlapped middle plates in the middle span are connected with the nodes of the two prefabricated middle plates, and the connection mode adopts grouting sleeves for connection; the left and right folded middle plates are connected with a prefabricated middle plate node and one side folded side wall respectively, the left and right folded middle plates are connected with the prefabricated middle plate node through a grouting sleeve, steel bars are bound to the connection part of the folded side wall, the sleeve is embedded, and a node support is built; the cast-in-place part of the superposed side wall, the node of the superposed side wall and the cast-in-place cup mouth-shaped bottom plate, the connecting part of the prefabricated middle plate node and the superposed connecting beam, the connecting part of the superposed connecting beam and the superposed middle plate and the cast-in-place part of the superposed middle plate and the superposed connecting beam are integrally cast, so that an integral bottom layer structure with higher rigidity and better anti-seismic performance is formed;

step ten: when the concrete strength of the connecting parts of the nodes of the superposed side walls, the superposed middle plates and the prefabricated middle plates reaches the standard, removing the inner supports connected with the second waist beam;

step eleven: placing a second layer of self-resetting truncation columns in cup openings at the upper parts of prefabricated middle plate nodes, and arranging prefabricated top plate nodes above the self-resetting truncation columns; the prestressed tendons of the self-resetting intercepting column are lapped and pass through four upper-layer prestressed tendon holes of the prefabricated middle plate node, four prestressed tendon holes of the self-resetting intercepting column and four reserved holes of the prefabricated top plate node from bottom to top, and the ends of the prestressed tendons are anchored on the prefabricated middle plate node and the prefabricated top plate node by high-strength bolts; installing energy-consuming dampers at four corner points of the prefabricated top plate node;

step twelve: arranging a superposed side wall above a superposed middle plate with a left span and a right span, embedding a sleeve at a node where the superposed side wall and the superposed middle plate are intersected, and constructing a node support; overlapping and overlapping the superposed connecting beam in the direction parallel to the underground continuous wall at the prefabricated top plate node above the self-resetting cut-off column, placing the superposed connecting beam on the step of the prefabricated top plate node by a hoisting means, and connecting the prefabricated top plate node and the superposed connecting beam by using a grouting sleeve; hoisting a superposed top plate on the step of the superposed beam prefabricated part of the superposed connecting beam, and connecting the superposed slab prefabricated part of the superposed top plate with the superposed beam prefabricated part of the superposed connecting beam by using a grouting sleeve; the overlapped top plates are arranged in three spans, the overlapped top plates in the middle span are connected with the nodes of the two prefabricated top plates, and the connection mode adopts a grouting sleeve connection; the left and right overlapping type top plates are respectively connected with a prefabricated top plate node and one side overlapping type side wall, the left and right overlapping type top plates are connected with the prefabricated top plate node through a grouting sleeve, steel bars are bound to the connecting part of the overlapping type side wall, the sleeve is embedded, and a node support is built; integrally casting a superposed side wall cast-in-place part, a prefabricated top plate node, a connecting part of the prefabricated top plate node and a superposed connecting beam, a connecting part of the superposed connecting beam and a superposed top plate and a superposed slab cast-in-place part of the superposed top plate and the superposed connecting beam to form a complete standard layer structure or top structure;

step thirteen: when the concrete strength of the superposed side wall cast-in-place part, the superposed slab cast-in-place part and the prefabricated top plate joint reaches the standard, removing the inner support connected with the first waist beam;

fourteen steps: arranging a flexible waterproof layer on the top plate, and backfilling soil above the overlapped top plate.

Compared with the prior art, the invention has the following benefits:

1. the structure system is simple and clear, adopts the superposed components and the prefabricated components, comprises superposed side walls, superposed middle plates, superposed top plates, superposed connecting beams, prefabricated middle plate nodes, prefabricated top plate nodes, waist beams, crown beams and the like, and accords with the assembly type design concept.

2. This antidetonation system pouring process is simplified, and hoist and mount from restoring to throne after cutting the post and accomplish, the prefabricated node of overlap joint, hoist and mount coincide structure, only need the monolithic pouring once just can pour side wall, board, roof beam and nodal connection position and finish, has greatly shortened construction cycle, has practiced thrift the quantity of template and steel in the construction, has reduced the construction area, the economic nature of compound antidetonation toughness. Meanwhile, the construction mode that the overlapped middle plates, the overlapped top plates, the overlapped connecting beams and the overlapped side walls are overlapped, and the node connecting parts are integrally cast in situ structurally improves the overall rigidity and the overall anti-seismic performance.

3. The connection mode of the nodes and the superposed connecting beams adopts a cast-in-place mode, and the problem that the nodes are poor in stress when an underground structure adopts prefabricated components is solved. The outer wall uses the seepage-proofing pile-arranging type underground continuous wall, and the top plate and the bottom plate both adopt flexible waterproof layers, so that the whole waterproof capability is good.

4. The center pillar adopts novel from restoring to throne and cuts off the post. The self-resetting interception post comprises two important components: prestressed tendons and energy-consuming damping. The prestressed tendons can provide the self-resetting capability of the column: when facing earthquake load, the unbonded prestressed tendons, the dead weight of the columns and the pressure energy of the overlying soil body can generate restoring moment to offset overturning moment generated by horizontal earthquake force. The energy consumption damper can adopt metal yield damping/friction damping/magnetorheological fluid damping, the energy consumption damping can participate in vertical bearing, energy consumption is generated by means of small bending deformation of the column, when the horizontal deformation of the underground structure caused by an earthquake is larger than a critical value, the column rotates around the bottom and is partially lifted, the energy consumption damping consumes energy through deformation, and the plastic damage of the column is reduced. After the earthquake, the prestressed tendons draw the columns back to the original positions, and the functions of the columns can be quickly recovered. Therefore, the self-resetting intercepting column can improve the seismic performance of the underground structure and accord with the toughness seismic concept of the underground structure.

Drawings

FIG. 1 is a schematic view of a seismic system of a subterranean structure;

2-7 are concrete steps of a construction method of a superposed underground structure earthquake-proof system based on self-resetting intercepting columns;

FIG. 8 is a schematic view of a column-baseplate node;

FIG. 9 is a top view of the lap joint of the precast sections of the superposed beams and the node steps;

FIG. 10 is a top view of the lap joint of the precast sections of the superposed beams and the superposed slab and the node steps;

FIG. 11 is a cross-sectional view taken along line A-A of FIG. 10;

FIG. 12 is a cross-sectional view taken along line B-B of FIG. 10;

FIG. 13 is a cross-sectional view C-C of FIG. 10;

FIG. 14 is a cross-sectional view taken along line D-D of FIG. 10;

FIG. 15 is a schematic view of a laminated middle plate and top plate;

fig. 16 is a top view of a layer section in a subterranean formation.

Detailed Description

In order to make the working principle of the invention clearer, the invention is described with reference to the drawings, but the invention is not limited to this embodiment.

As shown in fig. 1 and 8-16, in the embodiment of the invention, the superposed underground structure earthquake-resistant system based on the self-resetting intercepting column is a two-layer structure formed by surrounding a surrounding underground continuous wall 3 and a bottom cast-in-place cup-shaped bottom plate 8, and the underground continuous wall 3 is sequentially provided with a crown beam 6 and two

waist beams

4 and 5 from top to bottom. The two

wales

4, 5 define a standard layer structure therebetween. A bottom layer structure is defined between the lowest waist rail 5 and the cast-in-place cup-mouth type bottom plate 8. The bottom layer structure is composed of a superposed side wall 10, a self-resetting intercepting column 9, a cup-shaped node 27 on a cast-in-place cup-shaped bottom plate 8, a prefabricated middle plate node 12, a superposed connecting beam 26 and superposed

middle plates

11 and 13. The self-resetting intercepting

columns

9 and 14 are arranged between the cup-mouth-shaped nodes 27 and the prefabricated middle plate nodes 12, and the superposed

middle plates

11 and 13 and the superposed connecting beams 26 are arranged between the prefabricated middle plate nodes 12. The middle part of the prefabricated middle plate node 12 is provided with a reserved space 31 for installing and replacing the prestressed tendons 22 extending from the self-resetting intercepting

columns

9 and 14. The standard layer structure is composed of superposed side walls 15, self-resetting intercepting columns 14, prefabricated top plate nodes 17, superposed connecting beams 26 and superposed

top plates

16 and 18. The self-resetting intercepting column 14 is arranged between prefabricated top plate nodes 17 and prefabricated middle plate nodes 12 of a bottom layer structure, and superposed

top plates

16 and 18 and superposed connecting beams 26 are arranged between the prefabricated top plate nodes 17. Backfill soil is arranged between the upper parts of the superposed

top plates

16 and 18 and the crown beam 6.

Specifically, in the bottom layer structure, superposed side walls 10 are arranged on underground continuous walls 3 on two sides of a cast-in-place cup-mouth-shaped bottom plate 8, and cup-mouth-shaped nodes 27 are arranged in the middle of the cast-in-place cup-mouth-shaped bottom plate 8. The middle part of the cast-in-place cup type bottom plate 8 is provided with a bottom beam which is arranged between cup type nodes 27 parallel to the underground continuous wall 3. A self-resetting cutoff column 9 is arranged above the cup-shaped node 27, and the self-resetting cutoff column are connected together through a prestressed tendon 22 and an energy-consuming damper 20. The cast-in-place cup rim node 27 has a square outer frame, a circular cup rim is arranged inside the cast-in-place cup rim node, a spherical groove is formed in the concave part of the circular cup rim, a 'return' type area is arranged between the circular cup rim and the outer frame, holes for energy dissipation 20 are reserved at four foot points of the 'return' type area, and holes for the prestressed tendons 22 to pass through are arranged in the circular cup rim. The bottom of the self-resetting breaking column 9 is provided with a semicircular column head in a concave and protruding manner, the column head is arranged opposite to the spherical groove, a prestressed tendon 22 penetrates through a prestressed tendon hole in the column head to be connected with the cast-in-place cup-shaped bottom plate 8, the energy dissipation damper 20 is arranged between four foot points of the bottom of the first layer of the self-resetting breaking column 9, which are concave in a 'return' type area, and a safety pin 23 is further arranged between the top of the column head and the circular cup. The lower part of the self-resetting intercepting column 9 is connected with the bottom beam through a cast-in-place cup opening node 27, and the upper part of the self-resetting intercepting column is connected with the superposed coupling beam 26 through the prefabricated middle plate node 12. The middle part of the prefabricated middle plate node 12 is provided with a reserved space 31 for installing and replacing the prestressed tendon 22, and a hole through which the prestressed tendon passes is reserved in the prefabricated middle plate node 12 in the vertical direction. The side of the prefabricated middle plate node 12 is provided with a node step 35, and the upper part and the lower part of the prefabricated middle plate node are provided with spherical grooves which are used for being connected with semicircular column heads at two ends of the self-resetting truncation column. The spherical groove on the upper part of the prefabricated middle plate node 12 is connected with the bottom end of the self-resetting intercepting column 14 on the upper part through the prestressed tendons 22 and the energy-consuming damper 20, the connection mode of the spherical groove is the same as that of the self-resetting intercepting column 9 and the cup-shaped node 27, and the spherical groove on the lower part of the prefabricated middle plate node 12 is connected with the top end of the self-resetting intercepting column 14 on the lower part through the prestressed tendons 22. Superimposed coupling beams 26 are arranged between the prefabricated middle slab nodes 12 and between the prefabricated top slab nodes 17 in the direction parallel to the underground continuous wall 3. The superposed connecting beam 26 adopts a superposed step-shaped structure, the lower part is a superposed beam prefabricated part 36, and the upper part is a superposed beam cast-in-place part 37. The composite girder prefabricated parts 36 overlap the nodal steps 35 and are connected by grouting sleeves 34. The laminated

middle plates

11, 13 and the laminated

top plates

16, 18 each include a bottom laminated slab precast section 30 and a top laminated slab cast-in-place section 28. The two sides of the bottom of the composite beam prefabricated part 36 of the middle-section composite coupling beam extend out, the upper part of the composite beam prefabricated part is also overlapped with the composite slab prefabricated part 30, and the composite beam prefabricated part is also connected in a cast-in-place mode through the grouting sleeve 34. The superposed

side walls

10 and 15 comprise superposed side wall cast-in-place parts 24 and superposed side wall prefabricated parts 25, and the superposed side wall cast-in-place parts 24 are arranged between the superposed side wall prefabricated parts 25 and the underground continuous wall 3. A flexible waterproof layer 19 is arranged above the superposed

top plates

16 and 18. The laminated

middle plates

11 and 13 and the laminated

top plates

16 and 18 are respectively arranged above the laminated connecting beam 26, and three spans are arranged in total. The middle-span laminated middle plate 11 is arranged between two prefabricated middle plate nodes 12, and the left-right two-span laminated middle plates 13 are arranged between the prefabricated middle plate nodes 12 and the lowest wale 5. The overlapped

roof panels

16 and 18 of the middle span are arranged between two prefabricated roof nodes 17, and the overlapped roof panels 16 of the left span and the right span are arranged between the prefabricated roof nodes 17 and the first wale 4.

Specifically, in this embodiment, the flexible waterproof layer 7 is arranged below the cast-in-place cup-mouth-shaped bottom plate 8, and the cup-mouth-shaped node 27 is higher than the cast-in-place cup-mouth-shaped bottom plate 8 and is as high as the bottom beam. Two bottom beams are cast in the middle of the cast-in-place cup-shaped bottom plate 8 and are parallel to the underground diaphragm wall 3 in the direction, and the bottom beams are connected through cup-shaped nodes 27. Four prestressed tendon holes are reserved in the center of the cup-mouth-shaped node 27, and two rows and two columns are uniformly distributed. The self-resetting breaking column 9 is embedded into a spherical groove of the cup-mouth-shaped node 27 and is connected with the cast-in-place cup-mouth-shaped bottom plate 8 through four prestressed tendons 22, four energy dissipation dampers 20 and two safety pins 23.

As shown in fig. 11-14, eight tendon 22 holes, four upper tendon holes 32 and four lower tendon holes 33 are reserved inside the prefabricated middle plate node 12, the four upper tendon holes 32 are used for connecting four tendons 22 of the self-resetting post 14 of the standard layer structure, and the four lower tendon holes 33 are used for connecting four tendons 22 from the self-resetting post 9 of the bottom layer structure. The prestressed tendons 22 of the self-resetting intercepting column 9 of the bottom layer structure penetrate through four holes reserved in the cast-in-place cup type bottom plate 8, four prestressed tendon holes of the self-resetting intercepting column 9 and four lower prestressed tendon holes 33 of the prefabricated middle plate node 12 from bottom to top, and the end parts of the prestressed tendons are fixed in the reserved space 31 through high-strength bolts 21. The self-resetting breaking column 14 of the standard layer structure is arranged between the prefabricated middle plate node 12 and the prefabricated top plate node 17, four prestressed tendon holes are reserved in the prefabricated top plate node 17, and the positions of the holes correspond to the positions of the prestressed tendon holes of the self-resetting breaking column 14. Four prestressed tendons 22 of the self-resetting intercepting column 14 of the standard layer structure penetrate through four upper-layer prestressed tendon holes 32 of the prefabricated middle plate node 12, the prestressed tendon holes of the self-resetting intercepting column 14 and four reserved holes of the prefabricated top plate node 17 from bottom to top and are connected together through high-strength bolts 21.

The construction method of the superposed underground structure earthquake-resistant system based on the self-resetting intercepting column comprises the following specific construction steps:

1.1: processing and manufacturing the laminated

middle plates

11 and 13 and the laminated top plates 16 and 18:

according to design requirements, the laminated

middle plates

11 and 13 and the laminated

top plates

16 and 18 adopt reinforcement and concrete grades required by standards, are divided into a prefabricated part and a cast-in-place part, and are reserved with hoisting holes, so that hoisting and installation in underground structure construction are facilitated.

1.2: and (3) processing and manufacturing of the superposed side walls 10 and 15: the grade of the steel bars and the concrete of the superposed side wall is determined according to the design requirement, the superposed side wall is also divided into two parts, namely a prefabricated part and a cast-in-place part, the superposed

side walls

10 and 15 adopt a vertical hoisting mode, and the reservation of holes is required to meet the hoisting balance condition.

1.3: processing and manufacturing the self-resetting breaking columns 9 and 14: the self-resetting intercepting column is cast by adopting common concrete, high-strength concrete or fiber reinforced concrete so as to meet the requirement of bearing high axial pressure, four holes are reserved in the self-resetting intercepting column, and the interior of the self-resetting intercepting column is used for distributing the cohesionless prestressed tendons 22.

1.4: manufacturing the superposed coupling beam 26: the grade of the steel bars and the concrete of the overlapped connecting beam 26 is determined according to the design requirement, the steel bars 29 are reserved at the joint of the overlapped connecting beam 26, the beam body adopts a vertical hoisting mode, and the reservation of holes should meet the hoisting balance condition.

1.5: processing and manufacturing of the prefabricated middle plate node 12 and the prefabricated top plate node 17: prefabricated medium plate node 12 and prefabricated roof node 17 are the step form, and there is headspace 31 in prefabricated medium plate node 12, and headspace 31 does not influence the bulk strength and the stability of node, satisfies the design requirement. The positions of the reserved holes of the prefabricated middle plate node 12 and the prefabricated top plate node 17 correspond to the positions of the prestressed tendon holes of the self-resetting breaking column, and the strength and the stability of the nodes meet the standard design requirements.

Step two: and (3) constructing the underground diaphragm wall 3 at a designated place of the subway station by using a trenching machine, reserving anchoring holes corresponding to main ribs at the positions of the crown beam 6 and the waist beams 4 and 5 of the underground diaphragm wall, controlling the vertical accuracy of trenching, the accuracy of embedded parts and deformation joint deviation of the underground diaphragm wall, and ensuring the trenching quality, wherein the underground diaphragm wall 3 adopts a row pile type underground diaphragm wall.

Step three: and after the construction of the underground continuous wall 3 is finished, excavating the soil body in a segmented and layered excavation mode, and developing the excavation progress plan according to the subway station construction progress plan. And excavating the soil body to the elevation of the top beam 6 by adopting a manual and mechanical combined mode, hoisting the prefabricated top beam 6 at a preset position, and connecting the top beam 6 with the underground continuous wall 3 through a reserved anchoring hole.

Step four: and excavating the soil body to the elevation part of the first waist rail 4, adopting the prefabricated waist rail and a crane hoisting mode, and installing the first waist rail 4 at the position of the reserved anchoring hole. According to the design calculation result of the station support, a concrete support or a steel pipe concrete support or a steel support is selected as the inner support 1, the elevation of the inner support is strictly controlled by a laser instrument, the connecting part of the waist beam 4 and the inner support 1 is punched, and the waist beam 4 and the first inner support 1 are connected in a cast-in-place and bolt mode.

Step five: and excavating the soil body to the elevation of the second waist rail 5, hoisting the prefabricated waist rails 5 in the third to fourth steps, and installing the second inner supports 2 between the waist rails 5. As shown in fig. 2.

Step six: when the soil body is excavated to the elevation of the bottom plate of the underground structure, the flexible waterproof layer 7 is arranged at the bottom of the structure, and meanwhile, the damp-proof, corrosion-proof and seepage-proof treatment is carried out.

Step seven: a cast-in-place cup type bottom plate 8 is poured above the flexible waterproof layer 7 at the bottom, cup type nodes 27 are poured, cup openings are reserved, the area of the cup openings of the bottom plate is larger than that of the post ends of the self-resetting cutoff posts, and therefore the post ends of the self-resetting cutoff posts can have larger rotating space in the earthquake process.

Step eight: as shown in fig. 3, two rows of bottom beams are cast in the middle of the cast-in-place cup-shaped bottom plate 8 in the direction parallel to the underground continuous wall 3, the bottom beams and the cup-shaped nodes 27 are cast together, and the cast-in-place cup-shaped nodes 27 are formed by firstly binding the reinforcing steel bars 29 at the bottom beams and then casting. The bottom beams are connected by cup-mouth type nodes 27 to form a complete stress system to bear the base reaction force from the cast-in-place cup-mouth type bottom plate 8. When the concrete strength at the cup-mouth type node 27 reaches the standard requirement, the prefabricated self-resetting intercepting column 9 is hoisted in the cup-mouth type node 27, and the prefabricated middle plate node 12 is arranged above the self-resetting intercepting column 9. The prestressed tendons 22 are drawn from four holes reserved in the cast-in-place cup-mouth-shaped bottom plate 8, penetrate through the self-resetting breaking columns 9 and the lower prestressed tendon holes 33 of the prefabricated middle plate node 12 from bottom to top, and the prestressed tendons 22 are anchored on the cast-in-place cup-mouth-shaped bottom plate 8 and the prefabricated middle plate node 12 above by high-strength bolts 21. And an energy-consuming damper 20 is arranged on the cup-shaped node 27, and a safety pin 23 between the self-resetting intercepting column 9 and the cast-in-place cup-shaped bottom plate 8 is additionally arranged.

Step nine: as shown in fig. 4, overlapping side walls 10 are arranged above two sides of a cast-in-place cup-mouth bottom plate 8, an overlapping side wall cast-in-place part 24 is arranged between an overlapping side wall prefabricated part 25 of each overlapping side wall 10 and an underground continuous wall 3, sleeves 34 are embedded in nodes where the overlapping side walls 10 and the cast-in-place cup-mouth bottom plate 8 intersect, and node supports are built. The prefabricated middle plate node 12 above the self-resetting intercepting column 9 is overlapped and superposed with the connecting beam 26 in the direction parallel to the bottom beam, the superposed and superposed connecting beam 26 is placed on a node step 35 of the prefabricated middle plate node 12 through a hoisting means, and the connecting part of the prefabricated middle plate node 12 and the superposed and superposed connecting beam 26 is connected through a grouting sleeve 34. The laminated

middle plates

11 and 13 are hoisted on the steps of the laminated beam prefabricating part 36 of the laminated coupling beam 26, and the laminated slab prefabricating part 30 of the laminated

middle plates

11 and 13 and the laminated beam prefabricating part 36 of the laminated coupling beam are connected by a grouting sleeve 34. The laminated

middle plates

11 and 13 are arranged in three spans, the laminated middle plate 13 in the middle span is connected with two prefabricated middle plate nodes 12 in a grouting sleeve 34 connection mode. The left and right two-span superposed middle plates 11 are respectively connected with a prefabricated middle plate node 12 and one side superposed side wall 10, the left and right two-span superposed middle plates 11 are connected with the prefabricated middle plate node 12 through a grouting sleeve 34, steel bars 29 are bound at the connecting part of the left and right two-span superposed middle plates and the superposed side wall 10, the sleeve 34 is embedded, and a node support is built. The cast-in-place part 24 of the superposed side wall 10, the node of the superposed side wall 10 and the cast-in-place cup bottom plate 8, the connecting part of the prefabricated middle plate node 12 and the superposed connecting beam 26, the connecting part of the superposed connecting beam 26 and the superposed

middle plates

11 and 13, and the cast-in-place part of the superposed

middle plates

11 and 13 and the superposed connecting beam 26 are integrally cast, so that an integral bottom layer structure with higher rigidity and better earthquake resistance is formed.

Step ten: and when the concrete strength of the connecting parts of the laminated side walls 10, the laminated

middle plates

11 and 13 and the prefabricated middle plate node 12 reaches the standard, removing the inner support 2 connected with the second wale 5.

Step eleven: as shown in fig. 5, a second layer of self-resetting interception posts 9 is placed in the upper cup of the prefabricated middle plate node 12, and a prefabricated roof node 17 is arranged above the self-resetting interception posts 9. The prestressed tendons 22 of the self-resetting intercepting column 9 are lapped and pass through the four upper-layer prestressed tendon holes 32 of the prefabricated middle plate node 12, the four prestressed tendon holes of the self-resetting intercepting column 9 and the four reserved holes of the prefabricated top plate node 17 from bottom to top, and the ends of the prestressed tendons 22 are anchored on the prefabricated middle plate node 12 and the prefabricated top plate node 17 through high-strength bolts 21. Energy-consuming dampers 20 are mounted at the four corners of the prefabricated roof node 17.

Step twelve: as shown in fig. 6, a superposed side wall 15 is arranged above the superposed

middle plates

11 and 13 of the left span and the right span, and a sleeve is embedded in a node where the superposed side wall 15 and the superposed middle plate 11 intersect, so as to construct a node support. The prefabricated roof node 17 above the self-resetting cutoff column 14 is overlapped and overlapped with the connecting beam 26 in the direction parallel to the underground continuous wall 3, the overlapped and overlapped connecting beam 26 is placed on the step of the prefabricated roof node 17 through a hoisting means, and the connecting part of the prefabricated roof node 17 and the overlapped and overlapped connecting beam 26 is connected through a grouting sleeve 34. The superposed beam prefabricated parts 36 of the superposed coupling beams 26 are hoisted on the steps of the superposed

top plates

16 and 18, and the superposed slab prefabricated parts 30 of the superposed

top plates

16 and 18 and the superposed beam prefabricated parts 36 of the superposed coupling beams 26 are connected by grouting sleeves 34. The superposed

top plates

16 and 18 are arranged in three spans, the superposed top plate 18 of the midspan is connected with two prefabricated top plate nodes 17, and the connection mode adopts a grouting sleeve 34. The left and right two-span superposed top plate 16 is respectively connected with a prefabricated top plate node 17 and the superposed side wall 15 on one side, the left and right two-span superposed top plate 16 is connected with the prefabricated top plate node 17 through a grouting sleeve 34, a reinforcing steel bar 29 is bound with the connecting part of the superposed side wall 15, the sleeve 34 is embedded, and a node support is built. And integrally casting a superposed side wall cast-in-place part 24, a prefabricated top plate node 17, a connecting part of the prefabricated top plate node 17 and a superposed connecting beam 26, a connecting part of the superposed connecting beam 26 and the superposed

top plates

16 and 18, and a superposed slab cast-in-place part 28 of the superposed

top plates

16 and 18 and the superposed connecting beam 26 of the superposed side wall 15 to form a complete standard layer structure or top structure. Meanwhile, the number of the standard layer structures may be plural, and is not limited to one.

Step thirteen: and when the concrete strength of the connecting parts of the superposed side wall cast-in-place part 24, the superposed slab cast-in-place part 28 and the prefabricated top plate node 17 reaches the standard, removing the inner support 1 connected with the first waist rail 4.

Fourteen steps: as shown in fig. 7, a flexible waterproof layer 19 of the roof is arranged to backfill the soil above the overlapped

roofs

16 and 18.

The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention shall be covered by the scope of the present invention.

Claims

1. The utility model provides a superimposed underground structure antidetonation system based on from restoring to throne and cutting off post, superimposed underground structure antidetonation system is by the two-layer structure that the cast-in-place cup mouth type bottom plate of underground continuous wall, bottom all around encloses and closes, its characterized in that: the underground continuous wall is sequentially provided with a crown beam and two waist beams from top to bottom; a standard layer structure is defined between the two wales; a bottom layer structure is defined between the lowest waist beam and the cast-in-place cup-mouth bottom plate;

2. The superposed underground structure earthquake-resistant system based on the self-resetting intercepting column as claimed in claim 1, wherein: in the bottom layer structure, superposed side walls are arranged on underground continuous walls on two sides of the cast-in-place cup-mouth-shaped bottom plate, and cup-mouth-shaped nodes are arranged in the middle of the cast-in-place cup-mouth-shaped bottom plate; the middle part of the cast-in-place cup-mouth bottom plate is provided with a bottom beam, and the bottom beam is arranged between cup-mouth nodes parallel to the underground continuous wall; and a self-resetting cutoff column is arranged above the cup-mouth-shaped node, and the self-resetting cutoff column are connected together through prestressed tendons and energy-consuming damping.

3. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 2, wherein: the cast-in-place cup rim node is square in outer frame, a circular cup rim is arranged inside the cast-in-place cup rim node, the circular cup rim is concave downwards to form a spherical groove, a 'return' type area is arranged between the circular cup rim and the outer frame, holes for energy dissipation and damping are reserved at four foot points of the 'return' type area, and holes for the prestressed tendons to pass through are arranged in the circular cup rim; the self-resetting intercepting column is characterized in that a semicircular column head is concavely and convexly arranged at the bottom of the self-resetting intercepting column, the column head is arranged opposite to the spherical groove, a prestressed tendon penetrates through a prestressed tendon hole in the column head to be connected with a cast-in-place cup-mouth type bottom plate, energy-consuming damping is arranged between four foot points which are concavely arranged in a 'return' type area at the bottom of the first layer of the self-resetting intercepting column, and a safety pin is further arranged between the top of the column head and the circular cup mouth.

4. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 3, wherein: the lower part of the self-resetting intercepting column is connected with the bottom beam through a cast-in-place cup opening node, and the upper part of the self-resetting intercepting column is connected with the superposed connecting beam through a prefabricated middle plate node; a reserved space is arranged in the middle of the prefabricated middle plate node and used for installing and replacing the prestressed tendons, and a hole through which the prestressed tendons penetrate is reserved in the prefabricated middle plate node in a vertical direction; the side edge of the node of the prefabricated middle plate is provided with a node step, and the upper part and the lower part of the node step are provided with spherical grooves which are used for being connected with semicircular column heads at two ends of the self-resetting truncation column; the spherical groove at the upper part of the prefabricated middle plate node is connected with the bottom end of the self-resetting intercepting column at the upper part through the prestressed tendons and the energy-consuming damping, the connection mode of the spherical groove is the same as that of the self-resetting intercepting column and the cup-mouth-shaped node, and the spherical groove at the lower part of the prefabricated middle plate node is connected with the top end of the self-resetting intercepting column at the lower part through the prestressed tendons.

5. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 4, wherein: superposed connecting beams are arranged between the prefabricated middle plate nodes and between the prefabricated top plate nodes in the direction parallel to the underground continuous wall; the superposed connecting beam adopts a superposed step-shaped structure, the lower part is a prefabricated part of the superposed beam, and the upper part is a cast-in-situ part of the superposed beam; the prefabricated part of the superposed beam is lapped on the node step and is connected through a grouting sleeve; the laminated middle plate and the laminated top plate respectively comprise a laminated slab prefabricated part at the bottom and a laminated slab cast-in-place part at the top; two sides of the bottom of the prefabricated part of the superposed beam of the middle-section superposed coupling beam extend out, and the prefabricated part of the superposed slab is also lapped above the prefabricated part of the superposed beam and is also connected by adopting a grouting sleeve in a cast-in-place manner; the superposed side wall comprises a superposed side wall cast-in-place part and a superposed side wall prefabricated part, and the superposed side wall cast-in-place part is arranged between the superposed side wall prefabricated part and the underground continuous wall; a flexible waterproof layer is arranged above the overlapped top plate.

6. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 5, wherein: the overlapped middle plates and the overlapped top plates are arranged above the overlapped connecting beams and are arranged in three spans in total, the overlapped middle plate of the middle span is arranged between two prefabricated middle plate nodes, and the overlapped middle plates of the left span and the right span are arranged between the prefabricated middle plate nodes and the lowest waist beam; the overlapped top plates of the midspan are arranged between two prefabricated top plate nodes, and the overlapped top plates of the left and right midspans are arranged between the prefabricated top plate nodes and the first waist rail.

7. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 6, wherein: a flexible waterproof layer is arranged below the cast-in-place cup-mouth bottom plate, and the cup-mouth node is higher than the cast-in-place cup-mouth bottom plate and is as high as the bottom beam; two bottom beams are cast in the middle of the cast-in-place cup-mouth-shaped bottom plate in a direction parallel to the underground diaphragm wall, and the bottom beams are connected through cup-mouth-shaped nodes; four prestressed tendon holes are reserved in the center of the cup-shaped node, and two rows and two columns are uniformly distributed; the self-resetting breaking column is embedded into the spherical groove of the cup-mouth-shaped node and is connected with the cast-in-place cup-mouth-shaped bottom plate through four prestressed tendons, four energy dissipation dampers and two safety pins.

8. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 7, wherein: eight prestressed tendon holes, four upper-layer prestressed tendon holes and four lower-layer prestressed tendon holes are reserved in the prefabricated middle plate node, the four upper-layer prestressed tendon holes are used for connecting four prestressed tendons of a self-resetting cut-off column of a standard layer structure, and the four lower-layer prestressed tendon holes are used for connecting four prestressed tendons of the self-resetting cut-off column of a bottom layer structure; the prestressed tendons of the self-resetting intercepting column of the bottom structure penetrate through the four holes reserved in the cast-in-place cup-shaped bottom plate, the four prestressed tendon holes of the self-resetting intercepting column and the four lower prestressed tendon holes of the prefabricated middle plate node from bottom to top, and the end parts of the prestressed tendons are fixed in the reserved space through high-strength bolts.

9. The stacked underground structure earthquake-resistant system based on the self-resetting intercepting columns as claimed in claim 8, wherein: the self-resetting cut-off column of the standard layer structure is arranged between a prefabricated middle plate node and a prefabricated top plate node, four prestressed tendon holes are reserved in the prefabricated top plate node, and the hole positions correspond to the prestressed tendon holes of the self-resetting cut-off column; four prestressed tendons of the self-resetting intercepting column of the standard layer structure penetrate through four upper-layer prestressed tendon holes of the prefabricated middle plate node, four pre-reserved holes of the self-resetting intercepting column prestressed tendon hole and four pre-reserved holes of the prefabricated top plate node from bottom to top and are connected together through high-strength bolts.

10. The construction method of the superposed underground structure earthquake-resistant system based on the self-resetting intercepting column according to claim 9 is characterized by comprising the following specific steps:

1.5: processing and manufacturing the prefabricated middle plate node and the prefabricated top plate node: the prefabricated middle plate node and the prefabricated top plate node are step-shaped, a reserved space is arranged in the prefabricated middle plate node, the reserved space does not influence the overall strength and stability of the node, and the design requirement is met; the positions of the reserved holes of the prefabricated middle plate node and the prefabricated top plate node correspond to the positions of the prestressed tendon holes of the self-resetting breaking column, and the strength and the stability of the nodes meet the standard design requirements;

step four: excavating a soil body to the elevation of the first waist rail, adopting a prefabricated waist rail and a crane hoisting mode, and installing the first waist rail at the position of the reserved anchoring hole; according to the design calculation result of the station support, selecting a concrete support or a steel pipe concrete support or a steel support as an inner support, strictly controlling the elevation of the inner support by adopting a laser instrument, punching the connecting part of the waist beam and the inner support, and connecting the waist beam and the first inner support by adopting a cast-in-place and bolt connection mode;

step eight: two rows of bottom beams are cast in the middle of the cast-in-place cup-mouth-shaped bottom plate in a direction parallel to the underground continuous wall, the bottom beams and the cup-mouth-shaped nodes are cast together, and the cast-in-place cup-mouth-shaped nodes are formed by binding reinforcing steel bars at the bottom beams and then casting; the bottom beams are connected through cup-mouth-shaped nodes to form a complete stress system to bear the base counter force from the cast-in-place cup-mouth-shaped bottom plate; when the strength of concrete at the cup-mouth type node reaches the standard requirement, hoisting a prefabricated self-resetting truncation column in the cup-mouth type node, and arranging a prefabricated middle plate node above the self-resetting truncation column; drawing prestressed tendons from four holes reserved in the cast-in-place cup-mouth bottom plate, penetrating through the self-resetting breaking column and the lower prestressed tendon hole of the prefabricated middle plate node from bottom to top, and anchoring the prestressed tendons at the cast-in-place cup-mouth bottom plate and the prefabricated middle plate node above the cast-in-place cup-mouth bottom plate by using high-strength bolts; installing energy-consuming damping at the cup-mouth type node, and additionally installing a safety pin between the self-resetting intercepting column and the cast-in-place cup-mouth type bottom plate;

step nine: arranging superposed side walls above two sides of a cast-in-place cup-mouth bottom plate, embedding sleeves at nodes where the superposed side walls and the cast-in-place cup-mouth bottom plate are intersected, and building a node support, wherein the superposed side walls are arranged between a superposed side wall prefabricated part of the superposed side walls and an underground continuous wall; overlapping and overlapping the superposed connecting beam in the direction parallel to the bottom beam from the prefabricated middle plate node above the self-resetting cut-off column, placing the superposed overlapped connecting beam on a node step of the prefabricated middle plate node by a hoisting means, and connecting the prefabricated middle plate node and the superposed connecting beam at the connecting part by using a grouting sleeve; hoisting a superposed middle plate on the steps of the superposed beam prefabricated part of the superposed connecting beam, and connecting the superposed slab prefabricated part of the superposed middle plate with the superposed beam prefabricated part of the superposed connecting beam by using a grouting sleeve; the overlapped middle plates are arranged in three spans, the overlapped middle plates of the midspans are connected with the nodes of the two prefabricated middle plates, and the connection mode adopts a grouting sleeve connection; the left and right folded middle plates are connected with a prefabricated middle plate node and one side folded side wall respectively, the left and right folded middle plates are connected with the prefabricated middle plate node through a grouting sleeve, steel bars are bound to the connection part of the folded side wall, the sleeve is embedded, and a node support is built; the cast-in-place part of the superposed side wall, the node of the superposed side wall and the cast-in-place cup mouth-shaped bottom plate, the connecting part of the prefabricated middle plate node and the superposed connecting beam, the connecting part of the superposed connecting beam and the superposed middle plate and the cast-in-place part of the superposed middle plate and the superposed connecting beam are integrally cast, so that an integral bottom layer structure with higher rigidity and better anti-seismic performance is formed;